Users:General FEM Analysis/Elements Reference/SolidHexa1

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[[File:Element_hexa_topo.png|400px|border|up|Topology of SolidHexa1 elements]]  
 
[[File:Element_hexa_topo.png|400px|border|up|Topology of SolidHexa1 elements]]  
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<ref>
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Pictures taken from the notes to the lecture "Advanced Finite Element Methods for Solids, Plates and Shells" given by Carlos Felippa at the University of Colorado at Boulder.
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http://www.colorado.edu/engineering/CAS/courses.d/AFEM.d/ (4th August 2011)
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</ref>
  
 
=== Element Type ===
 
=== Element Type ===
  
 
* This element class provides 3D hexahedral elements with linear (8-noded element), partially quadratic (20-noded) or quadratic shape functions (27-noded)
 
* This element class provides 3D hexahedral elements with linear (8-noded element), partially quadratic (20-noded) or quadratic shape functions (27-noded)
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* The element formulation includes an enhanmced assumed strain ('''EAS''') improvement in order to avoid locking effects. This feature is only available for 8-noded elements and '''usage is only recommended in geometrically linear computations'''.  
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* The element formulation includes an enhanmced assumed strain ('''EAS''') improvement in order to avoid locking effects. This feature is only available for 8-noded elements. EAS can be used within gemoetrical nonlinear analysis, but it might lead to '''artificial uero energy modes''' within the regime of big strains. <ref> W. A. Wall, M. Bischoff, E. Ramm: „A deformation dependent stabilization technique,
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exemplified by EAS elements at large strains“, in „Computer methods in applied
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mechanics and engineering“, Vol. 188, 2000, Seiten 859-871  </ref>
  
 
=== Degrees of Freedom ===
 
=== Degrees of Freedom ===
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They are named ''Disp_X'', ''Disp_Y'', ''Disp_Z''.
 
They are named ''Disp_X'', ''Disp_Y'', ''Disp_Z''.
 
    
 
    
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== Input Parameters ==
  
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=== Parameter Description ===
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=== Parameters of Element Property Block ===
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{| border="1" cellpadding="3" cellspacing="0"
 
{| border="1" cellpadding="3" cellspacing="0"
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Example of a complete property input block:
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=== Example of a Complete Input Block ===
 
<pre>
 
<pre>
 
EL-PROP 1: SOLIDHEXA1
 
EL-PROP 1: SOLIDHEXA1
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<pre>
 
<pre>
 
LD-ELEM 1   
 
LD-ELEM 1   
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  sTYPE = TEMPERATURE
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  TYPE = TEMPERATURE
 
  ND-SET = 1  LAYER = 1  VAL = +10
 
  ND-SET = 1  LAYER = 1  VAL = +10
 
  ND-SET = 2  LAYER = 1  VAL = -10
 
  ND-SET = 2  LAYER = 1  VAL = -10
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== The EAS Method ==
 
== The EAS Method ==
 
The idea of enhanced assumed strains is to enlarge the element srain field by a set of additional strains in order to enable the element to express certain states of displacement without locking due to parasitic strains.
 
The idea of enhanced assumed strains is to enlarge the element srain field by a set of additional strains in order to enable the element to express certain states of displacement without locking due to parasitic strains.
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<ref name="SiRi90"
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<ref>  
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> J.C. Simo, M.S. Rifai: „A class of mixed assumed strain methods and the method
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J.C. Simo, M.S. Rifai: „A class of mixed assumed strain methods and the method
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of incompatible modes“, in „International Journal for Numerical Methods in Enginee-
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of incompatible modes“, in „International Journal for Numerical Methods in Engineeering“, Vol. 29, 1990, pages 1595-1638  
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ering“, Vol. 29, 1990, pages 1595-1638
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</ref>
 
</ref>
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<ref name="AnRa93"
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<ref name="AnRa93"> U. Andelfinger, E. Ramm: „EAS-Elements for two-dimensional, three-dimensional,
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> U. Andelfinger, E. Ramm: „EAS-Elements for two-dimensional, three-dimensional,
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plate and shell structures and their equivalence to HR-Elements“, in „International
 
plate and shell structures and their equivalence to HR-Elements“, in „International
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Journal for Numerical Methods in Engineeering“, Vol. 36, 1993, pages 1311-1337
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Journal for Numerical Methods in Engineeering“, Vol. 36, 1993, pages 1311-1337 </ref>.
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</ref>.  
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To this purpose the strain-displacement relation is enlarged by additional terms which leads to a modified element stiffness matrix:
 
To this purpose the strain-displacement relation is enlarged by additional terms which leads to a modified element stiffness matrix:
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The following example will show the  benefit of EAS improved elements toward purely displacment formulated eight-noded hexahedrals. The investigated system is a tip loaded cantilever wherby the cross section is modeled by one element.
 
The following example will show the  benefit of EAS improved elements toward purely displacment formulated eight-noded hexahedrals. The investigated system is a tip loaded cantilever wherby the cross section is modeled by one element.
  
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<gallery caption="" widths="350px" heights="350px" perrow="2">
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{|border="1"
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File:Cantilever_locking.JPG | HEXA8
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|[[File:Cantilever_locking.JPG |400px| HEXA8]]
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File:Cantilever_lockingfree.JPG | HEXA8EAS9
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|[[File:Cantilever_lockingfree.JPG |400px| HEXA8EAS9]]
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</gallery>
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|-
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| Element HEXA8
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| Element HEXA8EAS9
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|}
  
 
The pure displacement based elements show the well known in-plane shear locking which increases along the cantilever with increasing bending moment. As artificial strain/shear produces artificial stiffness, the tip displacement is extremly under estimated.  
 
The pure displacement based elements show the well known in-plane shear locking which increases along the cantilever with increasing bending moment. As artificial strain/shear produces artificial stiffness, the tip displacement is extremly under estimated.  
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== References ==
 
== References ==
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<references/>
 
<references/>

Latest revision as of 08:07, 4 August 2011


Contents

General Description

Topology of SolidHexa1 elements [1]

Element Type

  • This element class provides 3D hexahedral elements with linear (8-noded element), partially quadratic (20-noded) or quadratic shape functions (27-noded)
  • The element formulation includes an enhanmced assumed strain (EAS) improvement in order to avoid locking effects. This feature is only available for 8-noded elements. EAS can be used within gemoetrical nonlinear analysis, but it might lead to artificial uero energy modes within the regime of big strains. [2]

Degrees of Freedom

All hexahedral elements use three translatoric degrees of freedom at each node.
They are named Disp_X, Disp_Y, Disp_Z.

Input Parameters

Parameter Description

Compulsory Parameters
Parameter Values, Default(*) Description
MAT EL-MAT int Linking to a material input block
INT_TYPE_HEXA FULL, REDUCED Control of integration type

20-noded elements are able to perform a uniform reduced integration (2x2x2 instead of 3x3x3) without hourglassing stabilisation

Optional Parameters
Parameter Values, Default(*) Description
EAS int Flag Enhances Assumed Strains (EAS) method

Possible values are:

  • 0* = EAS off
  • 9 = full and locking free linear strains can be described (recommended for one axial bending)
  • 15 = ellimination of parasitic bi-linear strains
  • 24 = full and locking free bi-linear strains can be described (recommended for two axial bending)
  • 30 = full tri-linear strains can be described


Example of a Complete Input Block 

EL-PROP 1: SOLIDHEXA1
MAT           = EL-MAT 1
INT_TYPE_HEXA = FULL
EAS           = 0

Inside the property block there is no distinction between linear and quadratic formulated elements. It is possible to define 8-noded, 20-noded and 27-noded elements using one and the same element property (assuming that no EAS is used): 

 !  ElementID  Part-ID       EL-PROP             Node-IDs
NEL  1           1             1            1  2  3  4  5  6  7  8                                                                  ! 8-noded element
NEL  2           1             1            20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 36 38 39 40                          !20-noded element
NEL  3           1             1            50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 66 68 69 70 71 72 73 74 75 76 77     !27-noded element

Element Loading

Hexahedral elements are able to carry two types of element loads:

  • dead load
  • temperature load

Dead Load

Dead weight of an element is computed by multiplying material's denisity (ρ) with gravity's acceleration, which has to be defined inside the load block concearning its direction and size.
An example for a load definition of a concrete structure (assuming linear elastic isotropic material behaviour) with gravity acting in positive z-direction would look like 

EL-MAT 1 : LIN_ELAST_ISOTROPIC
EMOD=3.5e10  ALPHAT=1e-5  DENS=2.5e3  NUE=0.2

LD-ELEM 1 PART=1 
 TYPE=DEAD      D1=0.0   D2=0.0   D3=1.0  VAL=9.81

whereat the finite elemet model is based on SI units (m, N, kg).

Temperature Load

This paragraph only focuses at element specific topics concearing temperature load. For more detailed descriptions please look at the load documentation

For the computation of temperature loads solid elements do not concider any layer of laminate structure within the element. So only the temperature defined for layer number one is considered at each node.
The combination of temperature loading and EAS improvement is possible. 

LD-ELEM 1  
 TYPE = TEMPERATURE
 ND-SET = 1  LAYER = 1  VAL = +10
 ND-SET = 2  LAYER = 1  VAL = -10

The EAS Method

The idea of enhanced assumed strains is to enlarge the element srain field by a set of additional strains in order to enable the element to express certain states of displacement without locking due to parasitic strains. [3] [4].

To this purpose the strain-displacement relation is enlarged by additional terms which leads to a modified element stiffness matrix:

stiffness matrix concerning EAS improvement

The following example will show the benefit of EAS improved elements toward purely displacment formulated eight-noded hexahedrals. The investigated system is a tip loaded cantilever wherby the cross section is modeled by one element.

HEXA8 HEXA8EAS9
Element HEXA8 Element HEXA8EAS9

The pure displacement based elements show the well known in-plane shear locking which increases along the cantilever with increasing bending moment. As artificial strain/shear produces artificial stiffness, the tip displacement is extremly under estimated.

In contrast the EAS improved elements are able to eliminate artificial strains arrising from locking, and so tip displacement is described correctly.

References

  1. ↑ Pictures taken from the notes to the lecture "Advanced Finite Element Methods for Solids, Plates and Shells" given by Carlos Felippa at the University of Colorado at Boulder. http://www.colorado.edu/engineering/CAS/courses.d/AFEM.d/ (4th August 2011)
  2. ↑ W. A. Wall, M. Bischoff, E. Ramm: „A deformation dependent stabilization technique, exemplified by EAS elements at large strains“, in „Computer methods in applied mechanics and engineering“, Vol. 188, 2000, Seiten 859-871
  3. ↑ J.C. Simo, M.S. Rifai: „A class of mixed assumed strain methods and the method of incompatible modes“, in „International Journal for Numerical Methods in Engineeering“, Vol. 29, 1990, pages 1595-1638
  4. ↑ U. Andelfinger, E. Ramm: „EAS-Elements for two-dimensional, three-dimensional, plate and shell structures and their equivalence to HR-Elements“, in „International Journal for Numerical Methods in Engineeering“, Vol. 36, 1993, pages 1311-1337




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